77-3 Universal Tower Structural Calculations.pdf
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- Solicitation number
- RFB-25-26-06
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- Tulare County, California
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The documents are engineering design and technical specifications for Universal Towers' freestanding aluminum communication towers located in Cameron Creek, Tulare, California. The project involves multiple aluminum tower configurations with heights of 30, 35, and 40 feet, designed to withstand wind speeds up to 100 MPH in Exposure B conditions. The towers are engineered with varying section types (18", 22", 26", and 30" inches) and include detailed structural calculations based on ASCE 7-22 standards, with comprehensive wind load and moment calculations for each tower section.
The technical specifications include precise engineering details such as tower weight, base footing requirements, reinforced concrete specifications, and structural loading conditions. The designs incorporate aluminum tubes with specific wall thicknesses, welding specifications, and connection methodologies, with each tower configuration meticulously calculated for structural integrity. The documents include RAM Elements reinforced concrete footing design results, soil interaction analyses, and foundation interaction metrics, with warnings about potential soil bearing capacity limitations. The towers are manufactured by Universal Manufacturing Corporation and are designed with a warranty against defective materials or workmanship, with recommended geographical location confirmation prior to installation.
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Wind Speed 100 MPH Exposure B Category II Hurricane Zone No
Tower Height 30 Feet
Height at Moment at Moment at Section Type Force Section Middle Section Bottom Base
18 33.59 25 4153.2 839.7 22 34.34 15 8646.0 515.2 26 38.54 5 13503.2 192.7
Area of Antennas = 35.00 FT2 11.39 11955.6
MOMENT AT BASE = 13.5 K-FT
SHEAR AT BASE = 505 lb
Based on ASCE 7-22
Cameron Creek 35-30 Tower Tulare, CA
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https://app.sealpact.com/sealpactedDetails?1743269668691&hvJGB8SUbZQMGhaLbP5DpywmhOP2 Mattk Highlight 35-30 Tower
Tower Section 18 inches
Exposure B Af 2.95 Kd 0.85 Epsilon (Solid/Gross Area Ratio) 0.19 Epsilon Reduction Factor 0.59 (for rounded members only)
Elevation (ft) Force qz G Cf Kz Kzt Zg Alpha 5 48.38 12.51 0.85 1.54 0.57 1 1200 7.0
15 48.38 12.51 0.85 1.54 0.57 1 1200 7.0 25 55.98 14.47 0.85 1.54 0.67 1 1200 7.0 35 61.63 15.93 0.85 1.54 0.73 1 1200 7.0 45 66.22 17.12 0.85 1.54 0.79 1 1200 7.0 55 70.13 18.13 0.85 1.54 0.83 1 1200 7.0 65 73.56 19.01 0.85 1.54 0.87 1 1200 7.0 75 76.63 19.81 0.85 1.54 0.91 1 1200 7.0 85 79.42 20.53 0.85 1.54 0.94 1 1200 7.0 95 81.98 21.19 0.85 1.54 0.97 1 1200 7.0
105 84.36 21.81 0.85 1.54 1.00 1 1200 7.0 115 86.58 22.38 0.85 1.54 1.03 1 1200 7.0
18" Section
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Tower Section 22 inches
Exposure B Af 3.47 Kd 0.85 Epsilon (Solid/Gross Area Ratio) 0.19 Epsilon Reduction Factor 0.59 (for rounded members only)
Elevation (ft) Force qz G Cf Kz Kzt Zg Alpha 5 57.24 12.51 0.85 1.55 0.57 1 1200 7.0
15 57.24 12.51 0.85 1.55 0.57 1 1200 7.0 25 66.23 14.47 0.85 1.55 0.67 1 1200 7.0 35 72.92 15.93 0.85 1.55 0.73 1 1200 7.0 45 78.35 17.12 0.85 1.55 0.79 1 1200 7.0 55 82.97 18.13 0.85 1.55 0.83 1 1200 7.0 65 87.03 19.01 0.85 1.55 0.87 1 1200 7.0 75 90.66 19.81 0.85 1.55 0.91 1 1200 7.0 85 93.96 20.53 0.85 1.55 0.94 1 1200 7.0 95 96.99 21.19 0.85 1.55 0.97 1 1200 7.0
105 99.80 21.81 0.85 1.55 1.00 1 1200 7.0 115 102.43 22.38 0.85 1.55 1.03 1 1200 7.0
22" Section
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Tower Section 26 inches
Exposure B Af 3.85 Kd 0.85 Epsilon (Solid/Gross Area Ratio) 0.18 Epsilon Reduction Factor 0.59 (for rounded members only)
Elevation (ft) Force qz G Cf Kz Kzt Zg Alpha 5 64.23 12.51 0.85 1.57 0.57 1 1200 7.0
15 64.23 12.51 0.85 1.57 0.57 1 1200 7.0 25 74.33 14.47 0.85 1.57 0.67 1 1200 7.0 35 81.83 15.93 0.85 1.57 0.73 1 1200 7.0 45 87.92 17.12 0.85 1.57 0.79 1 1200 7.0 55 93.11 18.13 0.85 1.57 0.83 1 1200 7.0 65 97.66 19.01 0.85 1.57 0.87 1 1200 7.0 75 101.73 19.81 0.85 1.57 0.91 1 1200 7.0 85 105.44 20.53 0.85 1.57 0.94 1 1200 7.0 95 108.84 21.19 0.85 1.57 0.97 1 1200 7.0
105 112.00 21.81 0.85 1.57 1.00 1 1200 7.0 115 114.95 22.38 0.85 1.57 1.03 1 1200 7.0
26" Section
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Cameron Creek Towers Tulare, CA
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Greg Text Box Wind Speed 100MPH
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Current Date: 3/28/2025 5:38 PM
Units system: English
File name: D:\Towers\Cameron Creek (CA)\Cameron.ftd
Design Results Reinforced Concrete Footings
General Information
Global status : Warnings in design
Design Code : ACI 318-2019
Footing type : Spread
Column type : Steel
Materials
Concrete, f'c : 3.00 [Kip/in2] Steel, fy : 60.00 [Kip/in2]
Concrete type : Normal Epoxy coated : No
Concrete elasticity modulus : 3122.02 [Kip/in2] Steel elasticity modulus : 29000.00 [Kip/in2]
Unit weight : 0.15 [Kip/ft3]
Soil
Modulus of subgrade reaction : 200.00 [Kip/ft3]
Unit weight (wet) : 0.11 [Kip/ft3]
Page1
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Geometry
Length : 5.00 [ft]
Width : 5.00 [ft]
Thickness : 6.00 [ft]
Base depth : 6.00 [ft]
Base area : 25.00 [ft2]
Footing volume : 150.00 [ft3]
Base plate length : 24.00 [in]
Base plate width : 24.00 [in]
Column length : 20.00 [in]
Column width : 20.00 [in]
Column location relative to footing g.c. : Centered
Reinforcement
Longitudinal reinforcement
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Free cover : 3.00 [in]
Maximum Rho/Rho balanced ratio : 0.75
Bottom reinforcement // to L (xx) : 26-#5 @ 2.00"
Bottom reinforcement // to B (zz) : 26-#5 @ 2.00" (Zone 1)
Load Conditions
Service loads:
SC1 : DL
Design strength loads:
DC1 : 1.4DL
D1 : 1.4DL
D2 : 1.2DL+0.5W
D3 : 1.2DL+W
D4 : 0.9DL+W
Loads
Condition Axial Mxx Mzz Vx Vz
[Kip] [Kip*ft] [Kip*ft] [Kip] [Kip]
DL 112.00 0.00 0.00 0.00 0.00
W 0.00 13.50 0.00 0.51 0.00
Design
Status : Warnings in design
- The bearing capacity or allowable stress of the soil has been exceeded
Soil Foundation Interaction
Allowable stress : 2E03 [Lb/ft2]
Min. safety factor for sliding : 1.25
Min. safety factor for overturning : 1.25
Controlling condition : SC1
Condition qmean qmax ∆max Area in compression Overturning FS
[Lb/ft2] [Lb/ft2] [in] [ft2] (%) FSx FSz slip
SC1 5.38E03 5.38E03 0.323 25.00 100 1000.00 1000.00 1000.00
Bending
Factor φ : 0.90
Min rebar ratio : 0.00180
Development length
Axis Pos. ld lhd Dist1 Dist2
[in] [in] [in] [in] z Bot. 26.42 9.25 16.00 16.00 x Bot. 26.42 9.25 16.00 16.00
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Axis Pos. Condition Mu φ*Mn Asreq Asprov Asreq/Asprov Mu/(φ*Mn)
[Kip*ft] [Kip*ft] [in2] [in2] zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 zz Bot. DC1 39.31 2433.97 7.78 8.06 0.965 0.016 xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 xx Bot. DC1 39.31 2411.31 7.78 8.06 0.965 0.016
Shear
Factor φ : 0.75
Shear area (plane zz) : 28.62 [ft2]
Shear area (plane xx) : 28.36 [ft2]
Plane Condition Vu Vc Vu/(φ*Vn)
[Kip] [Kip] xy DC1 0.00 224.46 0.000 yz DC1 0.00 225.83 0.000
Punching shear
Factor φ : 0.75
Perimeter of critical section (b... : 10.00 [ft]
Punching shear area : 56.98 [ft2]
Column Condition Vu Vc Vu/(φ*Vn)
[Kip] [Kip] column 1 DC1 39.92 1797.63 0.030
Notes
* Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed.
* The required flexural reinforcement considers at least the minimum reinforcement
* The design bending moment is calculated at the critical sections located at the support faces
* Only rectangular footings with uniform sections and rectangular columns are considered.
* The nominal shear strength is calculated in critical sections located at a distance d from the support face
* The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces
* Transverse reinforcement is not considered in footings
* Values shown in red are not in compliance with a provision of the code
*qprom = Mean compression pressure on soil.
*qmax = Maximum compression pressure on soil.
*∆max = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus).
* Mn = Nominal moment strength
* Mu/(φ*Mn) = Strength ratio.
* Vn = Nominal shear or punchure force (for footings Vn=Vc).
* Vu/(φ*Vn) = Shear or punching shear strength ratio.
Page4
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Exposure B Category II Hurricane Zone No
Tower Height 40 Feet
Height at Moment at Moment at Section Type Force Section Middle Section Bottom Base
18 36.98 35 4572.2 1294.3 22 39.74 25 9528.1 993.5 26 38.54 15 14875.3 578.1 30 42.71 5 20628.9 213.6
Area of Antennas = 35.00 FT2 12.54 17549.4
MOMENT AT BASE = 20.6 K-FT
SHEAR AT BASE = 597 lb
Based on ASCE 7-22
Cameron Creek 35-40 Tower Tulare, CA
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https://app.sealpact.com/sealpactedDetails?1743269470325&hvJGB8SUbZQMGhaLbP5DpywmhOP2 Mattk Highlight 35-40 Tower
Tower Section 18 inches
Exposure B Af 2.95 Kd 0.85 Epsilon (Solid/Gross Area Ratio) 0.19 Epsilon Reduction Factor 0.59 (for rounded members only)
Elevation (ft) Force qz G Cf Kz Kzt Zg Alpha 5 48.38 12.51 0.85 1.54 0.57 1 1200 7.0
15 48.38 12.51 0.85 1.54 0.57 1 1200 7.0 25 55.98 14.47 0.85 1.54 0.67 1 1200 7.0 35 61.63 15.93 0.85 1.54 0.73 1 1200 7.0 45 66.22 17.12 0.85 1.54 0.79 1 1200 7.0 55 70.13 18.13 0.85 1.54 0.83 1 1200 7.0 65 73.56 19.01 0.85 1.54 0.87 1 1200 7.0 75 76.63 19.81 0.85 1.54 0.91 1 1200 7.0 85 79.42 20.53 0.85 1.54 0.94 1 1200 7.0 95 81.98 21.19 0.85 1.54 0.97 1 1200 7.0
105 84.36 21.81 0.85 1.54 1.00 1 1200 7.0 115 86.58 22.38 0.85 1.54 1.03 1 1200 7.0
18" Section
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Tower Section 22 inches
Exposure B Af 3.47 Kd 0.85 Epsilon (Solid/Gross Area Ratio) 0.19 Epsilon Reduction Factor 0.59 (for rounded members only)
Elevation (ft) Force qz G Cf Kz Kzt Zg Alpha 5 57.24 12.51 0.85 1.55 0.57 1 1200 7.0
15 57.24 12.51 0.85 1.55 0.57 1 1200 7.0 25 66.23 14.47 0.85 1.55 0.67 1 1200 7.0 35 72.92 15.93 0.85 1.55 0.73 1 1200 7.0 45 78.35 17.12 0.85 1.55 0.79 1 1200 7.0 55 82.97 18.13 0.85 1.55 0.83 1 1200 7.0 65 87.03 19.01 0.85 1.55 0.87 1 1200 7.0 75 90.66 19.81 0.85 1.55 0.91 1 1200 7.0 85 93.96 20.53 0.85 1.55 0.94 1 1200 7.0 95 96.99 21.19 0.85 1.55 0.97 1 1200 7.0
105 99.80 21.81 0.85 1.55 1.00 1 1200 7.0 115 102.43 22.38 0.85 1.55 1.03 1 1200 7.0
22" Section
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Tower Section 26 inches
Exposure B Af 3.85 Kd 0.85 Epsilon (Solid/Gross Area Ratio) 0.18 Epsilon Reduction Factor 0.59 (for rounded members only)
Elevation (ft) Force qz G Cf Kz Kzt Zg Alpha 5 64.23 12.51 0.85 1.57 0.57 1 1200 7.0
15 64.23 12.51 0.85 1.57 0.57 1 1200 7.0 25 74.33 14.47 0.85 1.57 0.67 1 1200 7.0 35 81.83 15.93 0.85 1.57 0.73 1 1200 7.0 45 87.92 17.12 0.85 1.57 0.79 1 1200 7.0 55 93.11 18.13 0.85 1.57 0.83 1 1200 7.0 65 97.66 19.01 0.85 1.57 0.87 1 1200 7.0 75 101.73 19.81 0.85 1.57 0.91 1 1200 7.0 85 105.44 20.53 0.85 1.57 0.94 1 1200 7.0 95 108.84 21.19 0.85 1.57 0.97 1 1200 7.0
105 112.00 21.81 0.85 1.57 1.00 1 1200 7.0 115 114.95 22.38 0.85 1.57 1.03 1 1200 7.0
26" Section
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Tower Section 30 inches
Exposure B Af 4.25 Kd 0.85 Epsilon (Solid/Gross Area Ratio) 0.17 Epsilon Reduction Factor 0.59 (for rounded members only)
Elevation (ft) Force qz G Cf Kz Kzt Zg Alpha 5 71.19 12.51 0.85 1.58 0.57 1 1200 7.0
15 71.19 12.51 0.85 1.58 0.57 1 1200 7.0 25 82.37 14.47 0.85 1.58 0.67 1 1200 7.0 35 90.69 15.93 0.85 1.58 0.73 1 1200 7.0 45 97.44 17.12 0.85 1.58 0.79 1 1200 7.0 55 103.19 18.13 0.85 1.58 0.83 1 1200 7.0 65 108.23 19.01 0.85 1.58 0.87 1 1200 7.0 75 112.75 19.81 0.85 1.58 0.91 1 1200 7.0 85 116.85 20.53 0.85 1.58 0.94 1 1200 7.0 95 120.63 21.19 0.85 1.58 0.97 1 1200 7.0
105 124.13 21.81 0.85 1.58 1.00 1 1200 7.0 115 127.39 22.38 0.85 1.58 1.03 1 1200 7.0
30" Section
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Cameron Creek Towers Tulare, CA
SealPact 2025-03-29 13:33:08 EST Click seal or scan QR Code for verification; otherwise not valid.
Greg Text Box
SealPact 2025-03-29 13:33:08 EST
Current Date: 3/28/2025 5:34 PM
Units system: English
File name: D:\Towers\Cameron Creek (CA)\Cameron.ftd
Design Results Reinforced Concrete Footings
General Information
Global status : Warnings in design
Design Code : ACI 318-2019
Footing type : Spread
Column type : Steel
Materials
Concrete, f'c : 3.00 [Kip/in2] Steel, fy : 60.00 [Kip/in2]
Concrete type : Normal Epoxy coated : No
Concrete elasticity modulus : 3122.02 [Kip/in2] Steel elasticity modulus : 29000.00 [Kip/in2]
Unit weight : 0.15 [Kip/ft3]
Soil
Modulus of subgrade reaction : 200.00 [Kip/ft3]
Unit weight (wet) : 0.11 [Kip/ft3]
Page1
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Geometry
Length : 5.00 [ft]
Width : 5.00 [ft]
Thickness : 6.00 [ft]
Base depth : 6.00 [ft]
Base area : 25.00 [ft2]
Footing volume : 150.00 [ft3]
Base plate length : 24.00 [in]
Base plate width : 24.00 [in]
Column length : 20.00 [in]
Column width : 20.00 [in]
Column location relative to footing g.c. : Centered
Reinforcement
Longitudinal reinforcement
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Free cover : 3.00 [in]
Maximum Rho/Rho balanced ratio : 0.75
Bottom reinforcement // to L (xx) : 26-#5 @ 2.00"
Bottom reinforcement // to B (zz) : 26-#5 @ 2.00" (Zone 1)
Load Conditions
Service loads:
SC1 : DL
Design strength loads:
DC1 : 1.4DL
D1 : 1.4DL
D2 : 1.2DL+0.5W
D3 : 1.2DL+W
D4 : 0.9DL+W
Loads
Condition Axial Mxx Mzz Vx Vz
[Kip] [Kip*ft] [Kip*ft] [Kip] [Kip]
DL 178.00 0.00 0.00 0.00 0.00
W 0.00 20.60 0.00 0.60 0.00
Design
Status : Warnings in design
- The bearing capacity or allowable stress of the soil has been exceeded
Soil Foundation Interaction
Allowable stress : 2E03 [Lb/ft2]
Min. safety factor for sliding : 1.25
Min. safety factor for overturning : 1.25
Controlling condition : SC1
Condition qmean qmax ∆max Area in compression Overturning FS
[Lb/ft2] [Lb/ft2] [in] [ft2] (%) FSx FSz slip
SC1 8.02E03 8.02E03 0.481 25.00 100 1000.00 1000.00 1000.00
Bending
Factor φ : 0.90
Min rebar ratio : 0.00180
Development length
Axis Pos. ld lhd Dist1 Dist2
[in] [in] [in] [in] z Bot. 26.42 9.25 16.00 16.00 x Bot. 26.42 9.25 16.00 16.00
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Axis Pos. Condition Mu φ*Mn Asreq Asprov Asreq/Asprov Mu/(φ*Mn)
[Kip*ft] [Kip*ft] [in2] [in2] zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 zz Bot. DC1 62.47 2433.97 7.78 8.06 0.965 0.026 xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000 xx Bot. DC1 62.47 2411.31 7.78 8.06 0.965 0.026
Shear
Factor φ : 0.75
Shear area (plane zz) : 28.62 [ft2]
Shear area (plane xx) : 28.36 [ft2]
Plane Condition Vu Vc Vu/(φ*Vn)
[Kip] [Kip] xy DC1 0.00 224.46 0.000 yz DC1 0.00 225.83 0.000
Punching shear
Factor φ : 0.75
Perimeter of critical section (b... : 10.00 [ft]
Punching shear area : 56.98 [ft2]
Column Condition Vu Vc Vu/(φ*Vn)
[Kip] [Kip] column 1 DC1 39.92 1797.63 0.030
Notes
* Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed.
* The required flexural reinforcement considers at least the minimum reinforcement
* The design bending moment is calculated at the critical sections located at the support faces
* Only rectangular footings with uniform sections and rectangular columns are considered.
* The nominal shear strength is calculated in critical sections located at a distance d from the support face
* The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces
* Transverse reinforcement is not considered in footings
* Values shown in red are not in compliance with a provision of the code
*qprom = Mean compression pressure on soil.
*qmax = Maximum compression pressure on soil.
*∆max = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus).
* Mn = Nominal moment strength
* Mu/(φ*Mn) = Strength ratio.
* Vn = Nominal shear or punchure force (for footings Vn=Vc).
* Vu/(φ*Vn) = Shear or punching shear strength ratio.
Page4
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